# V.AISC 360-16 Angle F.11A

Verify the available flexural strength of a single angle member per AISC 360-16.

## References

1. Steel Construction Manual, 15th Edition, American Institute of Steel Construction, 2017
2. Design Examples, Version 15.0, American Institute of Steel Construction, 2017, pp.F-48 – F-51., Example F.11A

## Details

Verify the bending capacity of a single L4x4x1/4. The member is used as a 6 ft simple span subject to a uniform dead load of 0.05 kip/ft and a uniform live load of 0.15 kip/ft. The vertical leg of the single angle is up with the toe in compression. The material is ASTM A36.

## Validation

Note: When assigning the angle, it should be given in a beta angle as the geometrical axis and principal axis are different, and in STAAD.Pro the calculation is done with reference with the principal axis. To match the geometric axis used in AISC 360-16, a BETA angle is assigned to the member in STAAD.Pro.

The nominal flexural strength, Mn , shall be the lowest value obtained to the limit states of yielding (plastic moment), lateral-torsional buckling, and leg local buckling.

wux = 1.2(0.05) + 1.6(0.15) = 0.30 kip/ft

Mux = wuxL2/8 = (0.30)(6)2/8 = 1.35 kip·ft

wax = 0.05 + 0.15 = 0.20 kip/ft

Max = waxL2/8 = (0.20)(6)2/8 = 0.90 kip·ft

Note: Only bending about the major axis is compared as bending due to loads is about the geometrix X-X axis.

Yielding

The nominal flexural strength in the limit state of flexural yielding is:

 Mn = 1.5My = 1.5FySx Eq. F10-1

 Mn = 1.5(36 ksi)(1.03 in3) = 55.6 in·kip

Lateral Torsional Buckling

For single angles bending about a geometric axis with no lateral-torsional restraint:

 My = 0.8.FySx F10-2

 My = 0.8(36 ksi)(1.03 in3) = 29.7 in·kip

For bending about one of the geometric axes of an equal-leg angle without axial compression, no lateral-torsional restraint, and with maximum compression in the toe:

 $M c r = 0.58 E b 4 t C b L b 2 1 + 0.88 L b t b 2 2 - 1$ Eq. F10-5a
where
 Cb = 1.14 from AISC Manual Table 3-1.

My / Mcr = 29.7 / 107 = 0.278 < 1.0; therefore, AISC eq. F 10-2 is applicable:

 $M n = 1.92 - 1.17 M y M c r M y ≤ 1.5 M y$ Eq. F10-2

Leg Loca Buckling

AISC section F10.3 applies when the toe of the leg is in compression. Check the slenderness of the leg in compression:

 λ = b/t = 4.0 / 0.25 = 16.0

Determine the compact and noncompact slenderness ratios from Table B4.1b, Case 12:

$λ p = 0.54 E F y = 0.54 29,000 36 = 15.3$
$λ r = 0.91 E F y = 0.91 29,000 36 = 25.8$

λp < λ < λr , therefore the leg is noncompact in flexure.

Sc = 0.80Sx = 0.80 (1.03 in3) = 0.824 in3

 $M n = F y S c 2.43 - 1.72 b t F y E$ Eq. F10-6

Available Flexural Strength

The lateral-torsional buckling limit state governs.

Mn = 38.7 in·kip = 3.23 ft·kip

LRFD

ϕb = 0.90

ϕbMn = 0.90(3.23) = 2.91 ft-kip > 1.35 kip·ft

ASD

Ωb = 1.67

Mnb = 3.23/1.67 = 1.93 ft-kip > 0.90 kip·ft

## Results

Table 1. Comparison of results
Lateral-torsional buckling, about X axis (ft·kips) LRFD 2.91 2.940 1.0%
Lateral-torsional buckling, about X axis (ft·kips) ASD 1.93 1.956 1.3%

The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\09 Steel Design\US\AISC\360-2016\Bending\AISC 360-16 Angle F.STD is typically installed with the program.

START JOB INFORMATION
ENGINEER DATE 06-Mar-19
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 6 0 0;
MEMBER INCIDENCES
1 1 2;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 4.176e+06
POISSON 0.3
DENSITY 0.489024
ALPHA 6.5e-06
DAMP 0.03
TYPE STEEL
STRENGTH RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 TABLE ST L40404
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 FIXED BUT MZ
2 FIXED BUT FX MZ
1 UNI GZ 0.25
1 UNI GZ 0.2
1 1.2 2 1.6
1 1.0 2 1.0
PERFORM ANALYSIS
PRINT ANALYSIS RESULTS
PARAMETER 1
CODE AISC UNIFIED 2016
METHOD LRFD
CB 1.14 ALL
SGR 1 ALL
TRACK 2 ALL
CHECK CODE ALL
PARAMETER 2
CODE AISC UNIFIED 2016
METHOD ASD
CB 1.14 ALL
SGR 1 ALL
TRACK 2 ALL
CHECK CODE ALL
FINISH

STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.1)
*****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
***NOTE : AISC 360-16 Design Statement for STAAD.Pro.
*** AXIS CONVENTION ***:
========================
The capacity results and intermediate results in the report follow the notations
and axes labels as defined in the AISC 360-16 code.
The analysis results are reported in STAAD.Pro axis convention and the AISC 360:16
design results are reported in AISC 360-16 code axis convention.
------------    -----------     -------------
X               Z          Axis typically parallel to the sections principal major axis.
Y               Y          Axis typically parallel to the sections principal minor axis.
Z               X          Longitudinal axis perpendicular to the cross section.
SECTION FORCES AXIS MAPPING: -
------------    -----------     -------------
Pz              FX         Axial force.
Vy              FY         Shear force along minor axis.
Vx              FZ         Shear force along major axis.
Tz              MX         Torsional moment.
My              MY         Bending moment about minor axis.
Mx              MZ         Bending moment about major axis.
*** DESIGN MESSAGES ***:
=======================
1. Section classification reported is for the cross section and loadcase that
produced the worst case design ratio for flexure/compression Capacity results.
2. Results for any Capacity/Check that is not relevant for a section/loadcase
based on the code clause in AISC 360-16 will not be shown in the report.
3. Bending results are reported as being �about� the relevant axis (X/Y), while
the results for shear are reported as being for shear forces �along� the axis.
E.g : Mx indicates bending about the X axis, while Vx indicates shear along
the X axis.
*** ABBREVIATIONS ***:
======================
F-T-B = Flexural-Torsional Buckling
L-T-B = Lateral-Torsional Buckling
F-L-B = Flange Local Buckling
W-L-B = Web Local Buckling
L-L-B = Leg Local Buckling
C-F-Y = Compression Flange Yielding
T-F-Y = Tension Flange Yielding
STAAD SPACE                                              -- PAGE NO.    7
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.1)
*****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1
|-----------------------------------------------------------------------------|
|  Member No:        1       Profile:  ST  L40404              (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.447       Loadcase:        3    |
|  Location:      0.00       Ref:      Cl.F10.2                               |
|  Pz:       0.000     T     Vy:       -1.315           Vx:      1.315        |
|  Tz:       0.000           My:       -1.315           Mx:     -1.315        |
|-----------------------------------------------------------------------------|
| SLENDERNESS                                                                 |
| Actual Slenderness Ratio    :     91.954                                    |
| Allowable Slenderness Ratio :    300.000            LOC  :     0.00         |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS                                                             |
| Critical L/C  :      3             Ratio     :        0.447(PASS)           |
|          Loc  :    0.00            Condition :    Cl.F10.2                  |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES  (LOC:     0.00, PROPERTIES UNIT: IN  )                  |
| Ag  :   1.930E+00     Axx :   1.000E+00     Ayy :   1.000E+00               |
| Ixx :   3.039E+00     Iyy :   3.039E+00     J   :   4.021E-02               |
| Sxx+:   7.627E-01     Sxx-:   9.266E-01     Zxx :   1.373E+00               |
| Syy+:   1.731E+00     Syy-:   1.731E+00     Zyy :   3.115E+00               |
| Cw  :   5.051E-02     x0  :   9.720E-01     y0  :   9.720E-01               |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES                                                         |
| Fyld:        5184.000              Fu:       11519.999                      |
|-----------------------------------------------------------------------------|
| Actual Member Length:         6.000                                         |
| Design Parameters                                            (Rolled)       |
| Kx:    1.00  Ky:    1.00  NSF:    1.00  SLF:    1.00  CSP:    1.00          |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C:      3 LOC:    72.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: Slender         16.00       N/A      12.77     Table.4.1a.Case3     |
| Web   : Slender         16.00       N/A      12.77     Table.4.1a.Case3     |
|                                                                             |
| FLEXURE CLASSIFICATION     (L/C:      3 LOC:    72.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: NonCompact      16.00      15.33     25.83     Table.4.1b.Case12    |
| Web   : NonCompact      16.00      15.33     25.83     Table.4.1b.Case12    |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.    8
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.1)
*****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL TENSION                            |
|-----------------------------------------------------------------------------|
| TENSILE YIELDING                                                            |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       62.53       0.000     Cl.D2          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom. Ten. Yld Cap         : Pn     =  69.480     kip        Eq.D2-1        |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE                                                             |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       83.95       0.000     Cl.D2          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective area            : Ae     = 0.13403E-01 ft2        Eq.D3-1        |
|  Nom. Ten. Rpt Cap         : Pn     =  111.94     kip        Eq.D2-2        |
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL COMPRESSION                        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       48.51       0.000     Cl.E3          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcx/rx =  57.375                Cl.E2          |
|  Elastic Buckling Stress   : Fex    =  12520.     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcrx   =  4359.2     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnx    =  53.898     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       48.51       0.000     Cl.E3          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcy/ry =  57.375                Cl.E2          |
|  Elastic Buckling Stress   : Fey    =  12520.     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcry   =  4359.2     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pny    =  53.898     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING U                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       50.73       0.000     Cl.E3          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcu/ru =  45.208                Cl.E2          |
|  Elastic Buckling Stress   : Feu    =  20167.     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcru   =  4655.2     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnu    =  56.369     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING V                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       40.01       0.000     Cl.E3          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcv/rv =  91.954                Cl.E2          |
|  Elastic Buckling Stress   : Fev    =  4874.4     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcrv   =  3321.6     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnv    =  44.453     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.    9
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.1)
*****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR SHEAR                                    |
|-----------------------------------------------------------------------------|
| SHEAR ALONG X                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              1.315       19.44       0.068     Cl.G1          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Coefficient Cv Along X    : Cv     =  1.0000                Eq.G2-9        |
|  Coefficient Kv Along X    : Kv     =  1.2000                Cl.G3          |
|  Nom. Shear Along X        : Vnx    =  21.600     kip        Eq.G6-1        |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              1.315       19.44       0.068     Cl.G1          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Coefficient Cv Along Y    : Cv     =  1.0000                Eq.G2-9        |
|  Coefficient Kv Along Y    : Kv     =  1.2000                Cl.G3          |
|  Nom. Shear Along Y        : Vny    =  21.600     kip        Eq.G3-1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   10
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.1)
*****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR BENDING                                  |
|-----------------------------------------------------------------------------|
| FLEX YIELDING (X)                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -1.315       4.240       0.310     Cl.F10.1       3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along X : Mnx    =  4.7114     kip-ft     Eq.F10-1       |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (Y)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              1.315       4.240       0.310     Cl.F10.1       3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along Y : Mny    =  4.7114     kip-ft     Eq.F10-1       |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (U)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -1.860       7.010       0.265     Cl.F10.1       3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along U : Mnu    =  7.7886     kip-ft     Eq.F10-1       |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (V)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -.3701E-16   3.089       0.000     Cl.F10.1       3      2.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along V : Mnv    =  3.4322     kip-ft     Eq.F10-1       |
|-----------------------------------------------------------------------------|
| LAT TOR BUCK ABOUT X                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -1.315       2.940       0.447     Cl.F10.2       3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom L-T-B Cap             : Mnx    =  3.2670     kip-ft     Eq.F10-2       |
|  Mom. Distr. factor        : CbX    =  1.1400                Custom         |
|  Crit. Elastic L-T-B Mom.  : McrX   =  8.9536     kip-ft     Eq.F10-5a      |
|-----------------------------------------------------------------------------|
| LAT TOR BUCK ABOUT Y                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              1.315       3.392       0.388     Cl.F10.2       3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding About Y : Mny    =  3.7691     kip-ft     Eq.F10-2       |
|  Mod. factor Cb            : CbY    =  1.1400                Custom         |
|  Crit. Elas. L-T-B Moment  : McrY   =  48.408     kip-ft     Eq.F10-5b      |
|-----------------------------------------------------------------------------|
| LAT TOR BUCK ABOUT U                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -1.860       5.883       0.316     Cl.F10.2       3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding About U : Mnu    =  6.5367     kip-ft     Eq.F10-2       |
|  modification factor Cb    : CbU    =  1.1400                Custom         |
|  Crit. Elast. L-T-B Moment : McrU   =  16.263     kip-ft     Eq.F10-4       |
|-----------------------------------------------------------------------------|
| FLANGE LOCAL BUCK(X)                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -1.315       3.303       0.398     Cl.F10.3       3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom F-L-B Cap             : Mnx    =  3.6695     kip-ft     Eq.F10-6       |
|-----------------------------------------------------------------------------|
| FLANGE LOCAL BUCK(Y)                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -.6576       3.303       0.199     Cl.F10.3       3      3.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom F-L-B Cap             : Mny    =  3.6695     kip-ft     Eq.F10-6       |
|-----------------------------------------------------------------------------|
| FLANGE LOCAL BUCK(U)                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -1.860       6.825       0.273     Cl.F10.3       3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom F-L-B Cap             : Mnu    =  7.5829     kip-ft     Eq.F10-6       |
|-----------------------------------------------------------------------------|
| FLANGE LOCAL BUCK(V)                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -.3701E-16   3.653       0.000     Cl.F10.3       3      2.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom F-L-B Cap             : Mnv    =  4.0594     kip-ft     Eq.F10-6       |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   11
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.1)
*****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL BEND INTERACTION                   |
|-----------------------------------------------------------------------------|
| CLAUSE H2                                                                   |
|                            RATIO      CRITERIA           L/C      LOC       |
|                            0.316      Eq.H2-1             3        0.00     |
|                                                                             |
| Intermediate Results :                                                      |
|  Applied Stress            : frbz   = -1857.0     kip/ft2    Eq.H2-1        |
|  Allowable Stress          : Fca    =  4665.6     kip/ft2    Eq.H2-1        |
|  Allowable Stress          : Fcbz   =  5873.5     kip/ft2    Eq.H2-1        |
|  Allowable Stress          : Fcbw   =  5760.9     kip/ft2    Eq.H2-1        |
|-----------------------------------------------------------------------------|
50. PARAMETER 2
51. CODE AISC UNIFIED 2016
52. METHOD ASD
53. CB 1.14 ALL
54. SGR 1 ALL
55. TRACK 2 ALL
56. CHECK CODE ALL
PARAMETER 2
STAAD SPACE                                              -- PAGE NO.   12
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.1)
****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
***NOTE : AISC 360-16 Design Statement for STAAD.Pro.
*** AXIS CONVENTION ***:
========================
The capacity results and intermediate results in the report follow the notations
and axes labels as defined in the AISC 360-16 code.
The analysis results are reported in STAAD.Pro axis convention and the AISC 360:16
design results are reported in AISC 360-16 code axis convention.
------------    -----------     -------------
X               Z          Axis typically parallel to the sections principal major axis.
Y               Y          Axis typically parallel to the sections principal minor axis.
Z               X          Longitudinal axis perpendicular to the cross section.
SECTION FORCES AXIS MAPPING: -
------------    -----------     -------------
Pz              FX         Axial force.
Vy              FY         Shear force along minor axis.
Vx              FZ         Shear force along major axis.
Tz              MX         Torsional moment.
My              MY         Bending moment about minor axis.
Mx              MZ         Bending moment about major axis.
*** DESIGN MESSAGES ***:
=======================
1. Section classification reported is for the cross section and loadcase that
produced the worst case design ratio for flexure/compression Capacity results.
2. Results for any Capacity/Check that is not relevant for a section/loadcase
based on the code clause in AISC 360-16 will not be shown in the report.
3. Bending results are reported as being �about� the relevant axis (X/Y), while
the results for shear are reported as being for shear forces �along� the axis.
E.g : Mx indicates bending about the X axis, while Vx indicates shear along
the X axis.
*** ABBREVIATIONS ***:
======================
F-T-B = Flexural-Torsional Buckling
L-T-B = Lateral-Torsional Buckling
F-L-B = Flange Local Buckling
W-L-B = Web Local Buckling
L-L-B = Leg Local Buckling
C-F-Y = Compression Flange Yielding
T-F-Y = Tension Flange Yielding
STAAD SPACE                                              -- PAGE NO.   13
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.1)
****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1
|-----------------------------------------------------------------------------|
|  Member No:        1       Profile:  ST  L40404              (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.488       Loadcase:        4    |
|  Location:      0.00       Ref:      Cl.F10.2                               |
|  Pz:       0.000     T     Vy:       -.9546           Vx:     0.9546        |
|  Tz:       0.000           My:       -.9546           Mx:     -.9546        |
|-----------------------------------------------------------------------------|
| SLENDERNESS                                                                 |
| Actual Slenderness Ratio    :     91.954                                    |
| Allowable Slenderness Ratio :    300.000            LOC  :     0.00         |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS                                                             |
| Critical L/C  :      4             Ratio     :        0.488(PASS)           |
|          Loc  :    0.00            Condition :    Cl.F10.2                  |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES  (LOC:     0.00, PROPERTIES UNIT: IN  )                  |
| Ag  :   1.930E+00     Axx :   1.000E+00     Ayy :   1.000E+00               |
| Ixx :   3.039E+00     Iyy :   3.039E+00     J   :   4.021E-02               |
| Sxx+:   7.627E-01     Sxx-:   9.266E-01     Zxx :   1.373E+00               |
| Syy+:   1.731E+00     Syy-:   1.731E+00     Zyy :   3.115E+00               |
| Cw  :   5.051E-02     x0  :   9.720E-01     y0  :   9.720E-01               |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES                                                         |
| Fyld:        5184.000              Fu:       11519.999                      |
|-----------------------------------------------------------------------------|
| Actual Member Length:         6.000                                         |
| Design Parameters                                            (Rolled)       |
| Kx:    1.00  Ky:    1.00  NSF:    1.00  SLF:    1.00  CSP:    1.00          |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C:      4 LOC:    72.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: Slender         16.00       N/A      12.77     Table.4.1a.Case3     |
| Web   : Slender         16.00       N/A      12.77     Table.4.1a.Case3     |
|                                                                             |
| FLEXURE CLASSIFICATION     (L/C:      4 LOC:    72.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: NonCompact      16.00      15.33     25.83     Table.4.1b.Case12    |
| Web   : NonCompact      16.00      15.33     25.83     Table.4.1b.Case12    |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   14
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.1)
****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL TENSION                            |
|-----------------------------------------------------------------------------|
| TENSILE YIELDING                                                            |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       41.60       0.000     Cl.D2          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom. Ten. Yld Cap         : Pn     =  69.480     kip        Eq.D2-1        |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE                                                             |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       55.97       0.000     Cl.D2          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective area            : Ae     = 0.13403E-01 ft2        Eq.D3-1        |
|  Nom. Ten. Rpt Cap         : Pn     =  111.94     kip        Eq.D2-2        |
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL COMPRESSION                        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       32.27       0.000     Cl.E3          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcx/rx =  57.375                Cl.E2          |
|  Elastic Buckling Stress   : Fex    =  12520.     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcrx   =  4359.2     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnx    =  53.898     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       32.27       0.000     Cl.E3          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcy/ry =  57.375                Cl.E2          |
|  Elastic Buckling Stress   : Fey    =  12520.     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcry   =  4359.2     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pny    =  53.898     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING U                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       33.75       0.000     Cl.E3          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcu/ru =  45.208                Cl.E2          |
|  Elastic Buckling Stress   : Feu    =  20167.     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcru   =  4655.2     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnu    =  56.369     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING V                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       26.62       0.000     Cl.E3          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcv/rv =  91.954                Cl.E2          |
|  Elastic Buckling Stress   : Fev    =  4874.4     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcrv   =  3321.6     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnv    =  44.453     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   15
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.1)
****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR SHEAR                                    |
|-----------------------------------------------------------------------------|
| SHEAR ALONG X                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             0.9546       12.93       0.074     Cl.G1          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Coefficient Cv Along X    : Cv     =  1.0000                Eq.G2-9        |
|  Coefficient Kv Along X    : Kv     =  1.2000                Cl.G3          |
|  Nom. Shear Along X        : Vnx    =  21.600     kip        Eq.G6-1        |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             0.9546       12.93       0.074     Cl.G1          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Coefficient Cv Along Y    : Cv     =  1.0000                Eq.G2-9        |
|  Coefficient Kv Along Y    : Kv     =  1.2000                Cl.G3          |
|  Nom. Shear Along Y        : Vny    =  21.600     kip        Eq.G3-1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   16
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.1)
****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR BENDING                                  |
|-----------------------------------------------------------------------------|
| FLEX YIELDING (X)                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -.9546       2.821       0.338     Cl.F10.1       4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along X : Mnx    =  4.7114     kip-ft     Eq.F10-1       |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (Y)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             0.9546       2.821       0.338     Cl.F10.1       4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along Y : Mny    =  4.7114     kip-ft     Eq.F10-1       |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (U)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -1.350       4.664       0.289     Cl.F10.1       4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along U : Mnu    =  7.7886     kip-ft     Eq.F10-1       |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (V)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -.1480E-15   2.055       0.000     Cl.F10.1       4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along V : Mnv    =  3.4322     kip-ft     Eq.F10-1       |
|-----------------------------------------------------------------------------|
| LAT TOR BUCK ABOUT X                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -.9546       1.956       0.488     Cl.F10.2       4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom L-T-B Cap             : Mnx    =  3.2670     kip-ft     Eq.F10-2       |
|  Mom. Distr. factor        : CbX    =  1.1400                Custom         |
|  Crit. Elastic L-T-B Mom.  : McrX   =  8.9536     kip-ft     Eq.F10-5a      |
|-----------------------------------------------------------------------------|
| LAT TOR BUCK ABOUT Y                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             0.9546       2.257       0.423     Cl.F10.2       4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding About Y : Mny    =  3.7691     kip-ft     Eq.F10-2       |
|  Mod. factor Cb            : CbY    =  1.1400                Custom         |
|  Crit. Elas. L-T-B Moment  : McrY   =  48.408     kip-ft     Eq.F10-5b      |
|-----------------------------------------------------------------------------|
| LAT TOR BUCK ABOUT U                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -1.350       3.914       0.345     Cl.F10.2       4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding About U : Mnu    =  6.5367     kip-ft     Eq.F10-2       |
|  modification factor Cb    : CbU    =  1.1400                Custom         |
|  Crit. Elast. L-T-B Moment : McrU   =  16.263     kip-ft     Eq.F10-4       |
|-----------------------------------------------------------------------------|
| FLANGE LOCAL BUCK(X)                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -.9546       2.197       0.434     Cl.F10.3       4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom F-L-B Cap             : Mnx    =  3.6695     kip-ft     Eq.F10-6       |
|-----------------------------------------------------------------------------|
| FLANGE LOCAL BUCK(Y)                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -.4773       2.197       0.217     Cl.F10.3       4      3.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom F-L-B Cap             : Mny    =  3.6695     kip-ft     Eq.F10-6       |
|-----------------------------------------------------------------------------|
| FLANGE LOCAL BUCK(U)                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -1.350       4.541       0.297     Cl.F10.3       4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom F-L-B Cap             : Mnu    =  7.5829     kip-ft     Eq.F10-6       |
|-----------------------------------------------------------------------------|
| FLANGE LOCAL BUCK(V)                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -.1480E-15   2.431       0.000     Cl.F10.3       4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom F-L-B Cap             : Mnv    =  4.0594     kip-ft     Eq.F10-6       |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   17
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.1)
****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL BEND INTERACTION                   |
|-----------------------------------------------------------------------------|
| CLAUSE H2                                                                   |
|                            RATIO      CRITERIA           L/C      LOC       |
|                            0.345      Eq.H2-1             4        0.00     |
|                                                                             |
| Intermediate Results :                                                      |
|  Applied Stress            : frbz   = -1347.8     kip/ft2    Eq.H2-1        |
|  Applied Stress            : frbw   = -.27607E-12 kip/ft2    Eq.H2-1        |
|  Allowable Stress          : Fca    =  3104.2     kip/ft2    Eq.H2-1        |
|  Allowable Stress          : Fcbz   =  3907.9     kip/ft2    Eq.H2-1        |
|  Allowable Stress          : Fcbw   =  3832.9     kip/ft2    Eq.H2-1        |
|-----------------------------------------------------------------------------|
57. FINISH